REVIEWED BLD2021-0552+Structural_Analysis_or_Calculations+4.16.2021_2.28.53_AM+2148999BLD2021-0552
MODEPNO
ENGINEERING
REVIEWED
BY
CITY OF EDMONDS
STRUCTURAL CALCULATIONS
9033 217th St SW,
Edmonds, WA 98026
Prepared for:
Expert Home Builders
��V_ IRIZ,,
PFF 04 *ASii �1 Prepared by:
7 '
' MODERNO Engineering, PLLC
4750 32"d Ave SE #102
36149 v Seattle, WA 98118
April 14th, 2021.
Engineers: Ariel Felipe Irizarry
RECEIVED
Apr 16 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
1 Project Overview
1.1 Scope:
A new window header is being sized for a building located at 9033 217th St SW, Edmonds, WA
98026.
1.2 Applicable Codes:
The 2018 International Residential Code (IRC) & 2018 International Building Code (IBC), as
well as the 2018 American Wood Council Manual (A WC) shall apply.
2 Building Information
■ Originally constructed in 1960
■ Living area approximately 984 ft2
■ Conventional light wood framing
3 Loads
3.1 Dead Loads
Dead loads were calculated using the expected weight of ceiling, insulation, and roofing
materials. The roof plus ceiling dead load was taken as 20psf.
3.2 Live Loads
The roof live load was taken as 20psf.
3.3 Seismic Loads
The new header is not part of lateral load resisting system.
3.4 Wind Loads
The wind loads will be obtained using the ASCE 7-16 code with exposure B and ultimate wind
speed of 97 mph. For simplicity a —21psf and +16psf uniform pressure was taken conservatively.
See Appendix A for wind load results.
3.5 Snow Loads
A roof uniform snow load of 25 psf was used.
3.6 Load Combinations
From ASCE 7-16 2.4.1 the load combinations for Allowable Stress Design shall be:
1. D
2. D+L
3. D + (Lr or S)
4. D + 0.75L + 0.75(Lr or S)
5. D + 0.6W
6. D + 0.7E
7. D + 0.75L + 0.75(0.6W) + 0.75(Lr or S)
8. 0.61) + 0.6W
9. 0.61) + 0.7E
9033 217th St SW Edmonds, WA 98026 MODERNO
Page 1 ENGINEERING
In addition, a Load Duration Factor, CD will be assigned to the design values as follows (NDS
2015):
Table 2.3.2 Frequently Used Load Duration
Factors, CD1
Load Duration
CD
Typical Design Loads
Permanent
0.9
Dead Load
Ten years
1.0
Occupancy Li-ve Load
Two nnontlns
1.15
Snow Load
Seven days
1.25
Construction Load
Ten nunutes
1.6
Wind/Earthquake Load
Inxnact3
2.0
Inrnact Load
1. Load duration Etctors shall not apply to reference modulus of elastici-
ty, E, reference modulus of elasticity for beam and column stability,
E _ nor to reference compression perpendicular to gain design values.
F,i, based on a deformation limit.
2. Load duration factors greater than 1.6 shall not apply to structural
members pressure -treated with water -borne preservatives (see Refer-
ence 30), or fire retardant chemicals. The impact load duration Tactor
shall not apply to connections.
9033 217th St SW Edmonds, WA 98026 MODEPNO
Page 2 ENGINEERING
4 Structural Diagram
HIP ROOF
ADD NEW 2"x4" CEILING
JOISTS FACE NAILED TO
RAFTERS WITH 4-16d
COMMON AND TOENAILS❑ TO
LEDGER WITH 4-10d BOX
ADD 2"x2" STRIPS
EXISTING 2"x4" STUI
WITH 10d BOX 0 12"0.
TO EXTEND OAVIIIES AI
FIT R-21 INSULATI(
NEW 4"x8"
N4.2 HEADER
J�VWALL PER ff1�SV3
1 /4" = I I
4RTITION
#3 S-3
NEW 2"x4" DF-L
R SCREWED INTO
PLATE OF GABLE
WITH 4%3" SIDS
CREWS 0 12"O.C.
STAGGERED
ROOF
9033 217th St SW Edmonds, WA 98026 MODEPNO
Page 3 ENGINEERING
5 Beam Analysis
5.1 Equations
■ Bending and shear equations are used from the reference design manuals. For wood
design, these design equations are detailed in the applicable code, Chapter 3 of the 2015
National Design Specification (NDS).
Deflection analysis includes both shear free and shear induced deflection, dependent on
material type analyzed. The shear free deflection equation is listed below for simplicity.
SWO 28.8WL2
AD_ + 384E1Ebd
TABLE R301.7
ALLOWABLE DEFLECTION OF STRUCTURAL MEMBERS°`
STRUCTURAL MEMBER
ALLOWABLE
DEFLECTION
Rafters having slopes greater than 3:12 with
LI180
finished ceiling not attached to rafters
Interior walls and partitions
HI180
Floors
L1360
Ceilings with brittle finishes (including plaster
L1360
and stucco)
Ceilings with flexible finishes (including gypsum
L1240
board)
All other structural members
L1240
Exterior walls —wind loads' with plaster or
H1360
stucco finish
Exterior walls —wind loads' with other brittle
H1240
finishes
Exterior walls —wind loads' with flexible finishes
HI120d
Lintels supporting masonry veneer walls'
L1600
Figure 1: Allowable deflections per 2015 IRC
9033 217th St SW Edmonds, WA 98026 MODEPNO
Page 4 ENGINEERING
5.2 Analysis
:IFORTE CO
HEHBER REPORT
L,vel, Wall: Header
1 piece(s) 4 x 8 Douglas Fir -Larch No. 2
Overall Length: 6' 3"
0 0
All locations are measured flan the outside face of left support (or left cantilever end). All dimensions are horizontal.
Deslgn Results
Actual a Laoiiibon
Aln-d
Result
LUF
Load: com6.ation (v rivi
Member Reaction Obs)
812 @ 0
3281(1.50")
Passed (25%)
-
1.0 D + 1.0 5 (All Spans)
Shear (Tsj
Moment : Ft-lbs)
623 9 8 3/4"
3502
Passed (iis%)
Paced (37
Passed (J999+)
1.15
IA D+ 1.0 5 (All Spans)
1269 0 3' 11/2"
0.027 LM 3' 1 1/2'
3438
0208
1.15
IA D+ 1.0 5 (All Spans)
Live L-.ac -ET (in)
-ctal L-7e=L in)
-
LO D+ 1.0 5 (All Spans)
0.05o LM 3'11/2'
0313
Passed(_:599+)
-
LOD+1.0 SCAN Spans)
Der— Dr. :-: 'a _L'L35C1-r.d TL i L:240�.
•Allon- - -:::e;•n-ec --- e-:_: Inert for the beam stability taam.
• Applica ceru ade•s are bm d an r17 =.
PASSED
9ysrem : wall
Memher Type: head.
Building Use : Residential
Building Cade: IBC 201B
Drip Methodology : ASD
Fearing Length
Loads to Supports (lbs)
Tod
Atraibi
I Required
Dead
R.4 Live
strove
wind
Total
Suppill
Aooeasorl-
1 -Trimmer- DF
1.50'
1.50n
1.50"
382
344
430
-361 ILL5sj
None
2- Trimmer -DF
1.50n
1.S0n
1.50"
382
344
430
-161 1155ri-
None
Lateral Bracing
stating 1LF.ervais
minnrents
Top rage (Lu)
Beam Edge (Lu)
s 3" orc
.Maximum allwra6D yrarjng intprals tasO on applied load.
Vertical Loads
Location (Side) Tributary Width
Dead Roof Live
(0.90) (rwn-snow: 1.25)
Snow
(1.15)
lYnd
(1.60)
comments
D - Self Weght(PfF
0to 63' WA
GA --
I I - Lin -dorm [PSF]
0 m 6' 3' S' 6"
21.1 20.0
25.D
-21A
Ddl Load
ynrhaeuse- narramc_ :;s :-a :ins c_.-3=•cd_::s Al :e ac::-ca•c= -- a-h aa�<_e-.--o ic::=-sign cicada and =c: hired dec_rn val_-s. .;ter--- - - - -- ds: a-. e = = rantes
_.- ___.-:- ,__ -:-rncectt c•:_-r-_Ire -x 'o-a ces:•mc`e<_c_:• -- ds s�t`c-rr--a-_1'-st Can-•e ceE:•=•�f re::-d.:�s:-irar-r is
re--�:c .--.- -- - -- -.:-r c _ _ ___
=I Ih� s .� aC :.�•-Fsti: e _ _ _ - :boa _, _ r_ __ 39ja._ _ - _ _ -.:h s _ _ _ _ _ _ -_ =_
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s• d [es ec' —1 s:pfc: e AST aorta F. Fcr current code ;Lion reports, Weyerhaeuser product litemore and insralladon details refer to
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F—WEB Beftrrare Operator lloh Notes
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9033 217th St SW Edmonds, WA 98026
Page 5
4/16/2021 9:14:22 AM 11TC
FDrteWEB v3.1, Engine: V8.1.6.2, Data: V8.9.1.9
File Name: TEMP
Page 111
MODEPNO
ENGINEERING
6 Column & Stud Analysis
6.1 Equations
■ Column design equations are used from the reference design manuals. For wood design,
these design equations are detailed in the applicable code, Chapters 3 & 15 of the 2018
National Design Specification (NDS).
6.2 Analysis
19 ND5 Z018 Built -Up Column With Lateral Load
Wood Species Product Dimenson Number of Plies
Spruce Pine Fir `2x6 2
Alaskan Yellow Ceda►I I Zx8 3
Hem Fir 44 4
Southern Yellow Pine I j4xfi V 5
Axial Loadlal
Dead Load pbs} 3V
Roor Load (lbs) 0
Snow Load lba} 430
Roof live Obs) 344
Lateral Wind Load (pl) 41
Consider Wet Service Conditions For
This Colum?
* No Q Yes
Resuits
Design Allowable
LOF
Slenderness
27.4 (54.9%)
NIA
Axial Comprussiion
263%
1.15
Lateral Romer*
ft - on)
41-rA.
1-50
Lateral rNAEC i0ff
0-22in.
L}443
(in )
Eq- 15.4-1
53-1 %
1-60
Ed Vem m. 1.B.7.20
9033 217th St SW Edmonds, WA 98026
Page 6
- ❑ x
Member Name
Column Height ft)
Compression Bracing ft}
0.5
Eccentricity
1196 *+
Load Combination
NIA
1.0DL-1.0SL
1.0 ❑L+0-G WL
NIA
1-0 DL + 0-45 W L + 0.75 FL + I0-75 SL or 0-75 RL)
lift Calculate
MODEPNO
ENGINEERING
7 Connections
7.1 Header to Stud
i
DF15P
SPF/HF
Allowable
Model Total
No. L
0e'
Fasteners End
Tension
Loads
Fasteners I End
(in.) Length
(in.) Length
(160)
(26) 0,148 x 21/2
15"
(30) 0.148 x 21/2
16"
2,490
CS14
100'
14
(30) 0.131 x 21h
16"
(36) 0.131 x 21h
19"
2,490
(20) 0•1148 x 21h
11"
(22) 0.148 x 21/2
13"
1,705
CS16
150'
16
(22) 0.131 x 21h
13"
(26) 0.131 x 2 f}w
15"
1,706
(12) 0.146 x 2'A
7"
(14) 0.148 x 2'A
9'
1,030
CS20
250'
24
(14) 0.131 x 216
9"
(1 0,131 x 21A
9"
1,030
9033 217th St SW Edmonds, WA 98026 MODEPNO
Page 7 ENGINEERING
Appendix A
CSC= 16 Winc �:-essure Calculator
An*s* Type
Mean Fool: Height (ft}
Banc Wind Speed �wh)
Stud Component Height )
Posdive NegaUve
?gin a 4 = l li_"J psf
Zorn 5 11K09 psf - 1.UQ psF
❑ X
Euclo%rd, PurtlaUy Endo-sed Buildings -
Ed Vats on. 1.2.14.16
9033 217th St SW Edmonds, WA 98026
Page 8
Roof Load I Calculate
MODEPNO
ENGINEERING